IS 13920: Ductile Detailing Of Reinforced Concrete ... · IS 13920 : 1993 DUCTILE DETAILING OF REINFORCED CONCRETE STRUCTURES SUBJECTED TO SEISMIC FORCES - CODE . OF PRACTICE ( Page

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है”ह”ह

IS 13920 (1993, Reaffirmed 2008): Ductile Detailing OfReinforced Concrete Structures Subjected To Seismic Forces- Code Of Practice. UDC 69.059.25 (026) : 624.042.7

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(Reaffirmed 2008)

IS 13920 : 1993

(Reaffirmed 2003)

~~frlf ~ ~ 5f~rar ~ ata~la 5f;rf~(i ~Ch()c ~~faff '"

Cf)"T Clrlf fCftd"T"{ - lfl1T~m ftT~ I.-ct

Indian Standard

DUCTILE DETAILING OF REINFORCED CONCRETE STRUCTURES SU'BJECTEDTO SEISMIC FORCES - CODE OF PRACTICE

(Third Reprint NOVEMBER 1996)

UOC 69·059'25 ( 026 ) : 624·042·7

@ BIS 1993

BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARO

NEW DELHI 110002

November 1993 Price Group 7

AMENDMENT NO. 2 MARCH 2002 TO

IS 13920 : 1993 DUCTILE DETAILING OF REINFORCED CONCRETE STRUCTURES SUBJECTED TO SEISMIC

FORCES - CODE OF PRACTICE .

( Page 1, clause 1.1.1 ) -Substitute the following for the existing:

'1.1.1 Provisions of this code shall be adopted in all reinforced concrete structures which are located in seismic zone 1]1, IV or V. '

(Page 3, clause 5.2, line 3 ) - Delete the word 'preferably'.

( Page 3, clause 5.3 ) - Insert the following at the end of the clause:

'However, high strength deformed steel bars, produced by the thermo­mechanical treatment process, of grades Fe 500 and Fe 550, having elongation more than 14.5 percent and conformfng to other requirements of IS 1786 : 1985 .Ulay also be used for the reinforcement. '

(CED 39)

Reprography Unit, BIS, New Delhi, India

Earthquake Engineering Sectional Committee, CEO 39

FOREWORD This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Earthquake Engineering Sectional CommIttee had been approved by the Civil Engineering Division Council. IS 4326 : 1976 'Code ~f practice for earthquake resistant design and construction of buildings' while covering certain special features ftJf the design and construction of earthquake resistant buildings included some details fOf achieving ductility in reinforced concrete buildings. With a view to keep abreast of the rapid developments and extensive research that has been carried out in the field of earthquake resista1t d~sign of reinforced concrete structures, the technical committee decided to cover provisions fOf thl! earthquake resistant design and detailing of reinforced concrete structures separately. This code incorporates a number of important provisions hitherto not covered in IS 4326 : 1976. The major thrust in the formulation of this standard is one of the following Jines:

a) As a result of the experience gained from the performance, in recent earthquakes, of reinforced concrete structures that were designed and detailed as per IS 4326 : 1976, many deficiencies thus identified have been corrected in this code.

h) Provisions on detailing of beams and columns have been revised with an aim of providing them with adequate toughness and ductility so as to make them capable of undergoing extensive inelastic deformations and dissipating seismic energy in a stable manner.

c) Specifications on a sdsmic design and detailing of reinforced concrete shear walls have been included.

The other significant changes incorporated in this code are as follows: a) Material specifications are indicated for lateral force resisting elements of frames. b) Geometric constraints are imposed on the cross section for flexural members. Provisions

on minimum and maximum reinforcement have been revised. The requirements for detailing of longitudinal reinforcement in beams at joint faces, splices, and anchorage requirements are made more explicit. Provision are a1s9 included for calculation of design shear force and for detailing of transverse reinforcement in beams.

c) For members subjected to axial load and flexure, the dimensional constraints have been imposed on the cross section. Provisions are included for detailing of lap splices and for the calculation of design shear force. A comprehensive set of requirements is included on the provision of special confining reinforcement in those regions of a column that are' expected to undergo cyclic inelastic deformations during a severe earthquake.

d) Provisions have been included for estimating the shear strength and flexural strength of shear wall sections. Provisions are also given for detailing of reinforcement in the wall web, boundary elements, coupling beams, around openings, at construction joints, and for the development, splicing and anchorage of reinforcement.

Whilst the common methods of design and construction have been covered in this code, special systems of design and construction of any plain or reinforced concrete structure not covered by this code may be permitted on pruduction of satisfactory evidence regarding their adeq uacy for seismic performance by analysis or tests or both. The Sectional Committee responsible for the preparation of this s'tandard has taken into consi­deration the view of manufacturers, users, engineers, architects, builders and tr..!chnologists and has related the standard to the practices foHowed in the country in this field. Due weightage has also been given to the need for international co-o:"dination among standards prevailing in different seismic regions of the world. In the formulation of this standard, assistancl! has been derived from the following publications:

i) ACI 318-89/318R-89, Building code requirements for reinforced concrete and commentary, published by American Concrete Institute.

ji) ATC-I1. Seismic resistance of reinforced concrete shear walls and frame joints: Implications of recent research for design engineers, published by Applied Technology Council, USA.

iii) CAN3-A23. 3~M84, 1984, Design of concrete structures for buildings, Canadian Standards Association.

iv) SEADC, 1980, Recommended lateral force requirements and commentary, published by. Structural Engineers Association of California, USA

The composition of the technical committees responsible for formulating this standard is given in Annex A.

IS 13920 : 1993

Indian Standard

DUCTILE DETAILING OF REINFORCED CONCRETE STRU·CTURES SUBJECTED TO SEISMIC FORCES CODE OF PRACTICE

1 SCOPE

1.1 This standard covers the requirements for designing and detailing of monolithic reinfor­ced concrete buildings so as to give them ade­quate toughness and ductility to resist severe earthquake shocks without collapse.

1.1.1 Provisions of this code shall be adopted in all reinforced concrete structures which satisfy one of the following four conditions.

a) The structure is located in seismic zone IV or V;

b) The structure is located in seismic zone III and has the importance factor (I) greater than 1'0;

c) The structure is located in seismic zone III and is an industrial structure; and

d) The structure is located in seismic zone III and is more than 5 storey high.

NOTE - The definition of seismic zone and impor. tance factor are given in IS 1893 : 1984.

1.1.2 The provisions for reinforced concrete construction given herein apply specifically to monolithic reinforced concrete construction. Precast and/or prestressed concrete members may be used only if they can provide the same level or ductility as that of a monolithic rein­forced concrete construction during or after an earthquake.

1 REFERENCES

2.1 The Indian Standards listed below afe necessary adjunct to this standard:

IS No.

456 : 1978

1786 : 1985

1893 : 1984

Title

Code of practice for plain and reinforced concrete (third revision)

Specification for high strength deformed steel bars and wires for concrete reinforcement ( third revision)

Criteria for earthquake design of structures (fourth revision)

3 TERMINOLOGY

3.0 For the purpose of this standard, the following definitions shall apply.

3.1 Boundary Elements

Portions along the edges of a shear wall that are strengthened by longitudinal aRd transverse reinforcement. They may have the same thick­ness as that of the wall web.

3.2 Crosstie

Is a continuous bar having a 1350 hook with a lO-diameter extension (but not < 75 mm) at each end. The hooks shall engage peripheral longitudinal bars.

3.3 Cunature Ductility

Is the ratio of curvature at the ultimate strength of the section to the curvature at first yiftld of tension steel in the section.

3.4 Heop

Is a closed stirrup having a 1350 hook with a lO-diameter extension (hut not < 75 mm) at each end, that is embedded in the confined. core of the section. It may also be made of two pieces of reinforcement; a V-stirrup with a 1350 hook and a lO-diameter extension ( but not < 75 mm) at each end, embedded in the confined core and a crosstie.

3.5 Lateral Force Resisting System

Is that part of the structural system which resists the forces induced by earthquake.

3.6 Sbear 'Vall

A wall that is primarily designed to resist lateral forces in its O'Yn plane.

3.7 Sbell Concrete

Concrete that is not confined by transverse reinforcement, is also called concrete cover.

3.8 Space Frame

A three dimensional structural system composed of interconnected members, without shear or bearing walls, so as to function as a complete

IS 13920 : 1993

self-contained unit with or without the aid of Mu horizontal diaphragms or floor bracing systems.

factored design moment on entire wall section

3.S.1 Vertical Load Carrying Space Frame MAh hogging moment of resistan ce of beam at end A

A space frame designed to carryall vertical loads.

3.8.2 A10ment Resisting Space Frame

A vertical load carrying space frame in which the members and joints are capable of resisting forces primarily by flexure.

4 SYMBOLS

For the purpose of thjs standard, the following letter symbols shall have the meaning indicav:.d against each; where other symbols are used, they are explained at the appropriate place. All dimensions are in mm, loads in Newton and stresses in \,1Pa (N/sq mm) unless otherwise specified.

Ag gross cross sectional area of column, wall

Ah horizontal reinforcement area within spacing Sv

."h area of concrete core of column

ASd

Av

Cw'

reinforcement along each diagonal of coupling beam

area of cross section of bar forming spiral Of hoo p area of uniformly distributed verti· cal reinforcement

vertical reinforcement at a joint centre to centre distance between boundary elements

ave raj] depth of beam

diameter of column core measured to the outside of spiral or hoop effective depth of member

effective depth of wall section elastic modulus of steel

characteristic compressive strength of concrete cube yield stress of steel

longer dimension of rectangular confining hoop measured to its outer face storey height

clear span of beam length of member over which special confining reinforcement is to be provided

horizontal length of wall clear span of coupling beam

2

u. um

M As

MBh lJ, 11m

MBs

u, I!In

MbL u, 11m

MbR

u,lltn

N/uv

P Q

S

P

Pc

Pm&:'C

Pmto

Tv

. -Xu

sagging moment of resistance of beam at end A hogging moment of resistance of beam at end B sagging moment of resistance of beam at end B moment of resistance of beam framing into column from the left moment of resistance of beam framing into column frem the right

flexural strength of wall web factored axial load pitch of spiral or spacing hoops

vertical spacing of horizontal rein­forcement in web

thickness of wall web

shear at end A of beam due to dead and live loads with a partial factor of safety of 1·2 on loads

shear at end B of beam due to dead and live loads with a partial factor of safety of 1-2 on loads

shear resistance at a joint

factored shear force

shear force to be resisted by rein .. forcement

depth of neutral axis from extreme compression fibre

inclination of diagonal reinforce­ment in coupling beam vertical reinforcement ratio

compression reinforcement ratio in a beam maximum tension reinforcement ratio for a beam

minImUm tension reinforcement ratio for a beam

shear strengt h of concrete maximum permissible shear stress in section nominal shear stress

5 GENERAL SPECIFICA nON

S.l The design an<i ~~;!~truction of reinforced concrete buildings sha.\I be governed by the pro­visions of IS 456 : 1978, except as modified by the provisions of this code.

5.2 For all buildings which are more than 3 storeys in height, the minimum grade of concrete shall preferably be M20 (leI.. = 20 MPa ).

5.3 Steel reinforcements of grade Pe 415 (~ee IS 1786 : 1985 ) or less only shall be used.

6 li'I.·EXURAL MEMBERS

6.1 General

-A r

-r-

IS 13920 : 1993

db I lr

t These requirements apply to frame members .0

resisting earthquake induced forces and desi8~ed ~ to resist flexure. These members shaH satisfy ~ •

1 \

I I ....

the following requirements. -c -Jl 6.1.1 The factored axial stress on the member under earthquake loading sbalJ not exceed 0') !Ck. 6.1.2 The member shall preferably have a width· to-depth ratio of more than 0'3.

6.1.3 The width of the member shall not be less than 200 mm.

6.1.4 The depth D of the member shall prefer­ably be not more than 1/4 of the clear span.

6.2 Longitudinal Reinforcement

6.2.1 a) The top as well as bottom reinforce­ment shall consist of at least two bars throughout the member length.

b) The tension steel ratio on any face, at any section, shall not be less than Pmtn = 0·24 ,/je'tI:/fv; where j~k andfy are in MPa.

6.2.2 The maX.nlUln steel ratio on any face at any section, shall not exceed p = 0·025.

o ~x

6.2.3 The positive steel at a joint face must be at least equal to half the negrrtive steel CIt that face.

6.2.4 The steel provided at each of the top and bottom face of the member at any section along its length shall be at least equal to one·fourth of the maximum n~gative moment steel provided at the face of either joint. It may be clarifkd that redistribution of moments permitted in IS 456 : 1978 ( clause 36.1 ) will be used only for vertical load moments and not for lateral load moments.

6.2.5 In an external joint, both the top and the bottom bars of the beam shall be provided with anchorage length, beyond the innl!r face (If the column, equal to the development length in tension plus 10 times the bar diameter minus the allowance for 90 degree bend( s ) (see Fig. I). In an internal joint, both face bars of the beam shall be taken continuously through the column.

3

I lL ---..,. --

Ld= DEVELOP MENT LENGTH

ON IN T ENSI

AMETER db = BAR 01·

FIG. 1 ANCHORAGE OF BEAM BARS IN AN

EXTERNAL JOINT

6.2.6 The longitudinal bars shall be spliced, only if hoops are provided over the entire splice length, at a spacing not exceeding 150 mm ( see Fig. 2). The lap length shall not be less than the bar development length in tension. I.,ap splices shall not be provided (a) within a joint. {b) within a distance of 2d from joint face. and (c) within a quarter lengh of the member where flexural yielding may generaJly occur under the effect of earthquake forces. Not more than 50 percent of the bars shall be spliced at one section.

I

t i • I l

--I

...~

... 1 1- j. 150 mm

ld :: DEVELOPMENT LENGTH IN TENSION

db: BAR DIAMETER

FIG. 2 LAP, SPLICE IN BRA M

6.2.7 Use of welded splices and mechanical connections may also be made, as per 25.2.5.2 of IS 456 : 1978. However, not more than half the reinforcement shall be spliced at a section where flexural yielding may take place. The location of splices shall be governed by 6.2.6.

IS 139.20 : 1993

6.3 Web Reinforcement

6.3.1 Web reinforcement shan consist of verti­cal hoops. A vert ical hoop is a closed stirrup having a 1350 hook with a 10 diameter exten­sion (but not < 75 mm ) at each end that is embedded in the confined core (see Fig. 3a ). In compelling circumstances, it may also be made up of two pieces of reinforcement; a V-stirrup with a 1350 hook and a 10 diameter extension (but not < 75 mm) at each end, embedded in the confined core and a crosstie ( see Fig. 3b). A crosstie is a bar having a 1350 hook with a 10 diameter extension (but not < 75 mm ) at each end. The hooks shall engage peripheral longitudinal bars.

i) for sway to right:

6.3.2 The minimum diameter of the bar form­ing a hoop shall be 6 rom. However, in beam'l with clear span exceeding 5 m, the· minimum bar diameter shall be 8 rom.

6.3.3 The shear force to be resisted by the ver­tical hoops shall be the maximum of:

a) calculated factored shear force as per a!1a1ysis, and

b) shear force due to formation of plastic hinges at both ends of the beam plus the factored gravity load on the span. This is given by ( see Fig. 4 ):

Y :II: VD+l 1'4 [M~Slim~ M~t~~] u,. 8 LAB

[MAl _f-MBh ]

d V VOb i l + 1'4 u,lim Il, lim ,and an u,b == LAB

ji) for sway to left:

Vu,a = V~+L + 1'4 [ Me~lim + M~.Slim] LAB

and V . = V O"' l -;- 1'4 [ M~,~im + M~,Slim] u, b b L '

All

where M~slim' M~hlim and M~'lIm , M~hlim. are the sagging and hogging moments of resistance of the beainsection at ends A and B, 'respectively. These are to be calculated as per IS 456 : 1978. LAB is clear span of beam. V~+L and vg+L are the shears at ends A and B, respectively, due to vertical loads with a partial safety factor of 1'2 on loads. The design shear at end A shall be the larger of the two values of Vu ,& computed above. Similarly, the design shear at end B shall be the larger of the two values of VIl,b computed above.

D

( a )

10 d (~75 mm) CROSSilE --t--_

d d

HOOP U-STIRRUP

, b)

F10.3 BSAM WID RBINPO'RCBMBNl

l'2{D-+L) A B ~ L ' .. I

As Mu,lim

(K;--~~ -I

t VU,a

Bn

____ ~im

t VU,b

7'

(SWAY TO RIGHT)

1 Vu.a

t Vu,b

(SWAY TO LEFT)

"2(D+L) 2

IS 13920 : 1993

AS ' Bh

V :: V O+L - ll.[Mu,lim ... Mu.limJ u,a a L

, AS

As 8h V. = ~ O+L+ 1'4 [ MU,lim + Mu.lim J u.b b, LAB

[

Ah 8S ] o +L M' of . V = V -+1'4 u,(rm MU,llm u,a a L AS

FlO. 4 CALCULATION OP DBSIGN SHEAR FORCH FOR BEAM

6.3.4 The contribution of bent' up bars and j nc1ined hoops to shear resistance of the section shall not be considered.

6.3.5 The spacing of hoops, over a length of 2d at either end of a beam shall not exceed (a) d/4, and (b) 8 times the diameter of the smallest longitudinal bar; however, it need not be less than 100 mm ( see Fig. 5 ). The first hoop shall be at a distance not exceeding' 50 rom from the joint face. Vertical hoops at the same spacing as above, shall also be provided over a length equal to 2d on either side of a section where flexural yielding may occur under the effect of earthquake forces. Elsewhere, the beam shall have vertical hoops at a spacing not exceeding d/2.

7 COLUMNS AND FRAME MEMBERS SUB­JECTED TO BENDING AND AXIAL LOAD

7.1 General

7.1.1 These requirements apply to frame mem­bers which have a factored axial stress in excess of 0·1 let under the effect of earthquake forces.

7.1.2 The minimum dimension of the member shall not be less than 200 mm. However in frames which have beams with centre to ce~ltre span exceeding 5 m or columns of unsupported length exceeding 4 m, the shortest dimension of the column shall not be less than 300 mm.

7.1.3 The ratio of the shortest cross sectional dimension to the perpendicular dimension shalt preferably not be less than 0·4.

7.2 Longitudinal Reinforcement

7.2.1 Lap splices shall be provided only in the central half of the member length. It sh·ould be proportioned as a tension splice. Hoops shall be provided over the entire splice length at spacing not exceeding 150 mm centre to centre. Not more than 50 percent of the bars shall be spliced at one section.

7.2.2 Any area of a column that e.dends more than 100 mm beyond the confined core due to architectural requirements, shall be detailed in the following manner. In case the contribution of this area to strength has been considered, then it will have the minimum longitudinal and transverse reinJorcement as per this code.

IS 13920 : 1993

I MIN 2 BARS FOR FUl t lEN"GTH . ALONG TOP AND BOTTOM FACE

AS ~ ~ MIN. Bd AS~ e MAx-ad

--..-+---_50 m m MAX

HOOP SPACING

~ d'l. AND 8 db 8 :: 8READT H OF BE AM

db: DIAMETER OF LONGI T UDINAL BAR

FIG. 5 BEAM REINFORCEMENT

However, jf this area has been treated as non­structural, the minimum reinforcement require­ments shall be governed by IS 456: 1978 provisions minimum longitudinal and transverse reinforcement, as per IS 456: 1978 ( see Fig. 6 ).

MINIMUM LONGITUDINAL AND-TRANSVERSE STEEL AS PER IS 456; 191.

....... --1lIII0->100 mm

Flo. 6 REINfORCEMENT REQUIREMENT FOR COLUMN WITH MORE THAN 100 mm

PROJECTION BEYOND COM

7.3 Transverse Reinforcement

7.3.1 Transverse reinforcement for circuJar columns shall consist of spiral or circular hoops. In rectangular columns, rectangular hoops may be used. A rectangular hoop is a closed stirrup, having a 1350 hook .With a 10 diameter extension (but not < 75 mm) at each end, that is embedded in the confined core ( see Pig 7A ).

6

7.3.2 The parallel legs of rectangular hoops shall be spaced not more than 300 mm centre to centre. If the length of any ~ide of the hoop exceeds 300 mm, a crosstie shalI be provided ( Fig. 7B). Alternatively, a pair of overlapping hoops may be provided within the columm ( see Fig. 7C). The hooks shall engage peripheral longitudinal bars.

7.3.3 The spacing of hoops shall not exceed half the least lateral dimension of the column, except where special confining reinforcement is provided, as per 7.4.

7.3.4 The design shear force for columns shall be the maximum of:

a) calculated factored shear force as per analysis, and

b) a factored shear force given by

Vu = 1.4 [M~.Llim h:, M~.~im J where .1y~Llim and M~~lim are moment of resistance, of opposite sign, of beams framing into the column from opposite faces (see Fig. 8 ); and hst is the storey height. The beam moment capacity is to be calculated as per IS 456 : 1978.

7.4 Special Confining Reinforcement

This requirement shall be met with, unless a larger amount of transverse reinforcement is required from shear strength considerations.

E E o o (f')

VI v

CD

-} \-hc~ 300mm

10 d (~7Smm)

d d

"'c>308 mm

\';;OVIDE A cRossnei

IS 13920 : 1993

h SHAll BE LARGER OF he AND Be

1A SINGLE HOOP

h SHALL BE LARGER OF he AND Be

7El 31NGlE HOOP WITH' A

E E o o M

1\ u

CD

e E

he> 300 mm

CROSSTIE

., tOd (~75mm)

CROSSTIE (Bc >300mm)

h SHALL BE LARGER OF he AN D Be

7C OVERLAPPfNG HOOPS WITH A CROSST'E

FIG. 7 TRANSVERSE REINFORCEMeNT IN COLUMN

j

IS 13920 : 1993

7.4.1 Special confining reinforcement shall be provided over a length 10 from each joint face, towards midspan, and on either side of any section, where flexural yielding may occur under the effect of earthquake forces (see Fig. 9. ). The length '/0' shall not be less than ( a ) larger lateral dimension of the member at the section where yielding occurs, (b) 1/6 of clear span of the member, and ( c ) 450 mm.

7.4.1 When a column terminates into a footing or mat, special confining reinforcement shall extend at least 300 mm into the footing or mat ( see Fig. 10 ).

7.4.3 When the calculated point' of contra­flexure, under the effect of gravity and earth­quake loads, is not within the middle half of the member clear height, special confin ing reinforcement shall be provided over the full height of the column.

7.4.4 Columns supporting reactions from dis­continued stiff members, such as walls, shall be provided with special confining reinforce­ment over their full height ( see Pig. 11). This reinforcement shall also be placed above the discontinuity for at least the development length of the largest longitudinal bar in the column. Where the column is supported on a wall, this reinforcement shall be provided over the full height of the column; it shall also be provided below the discontinuity for the same, development length.

7.4.5 Special confining reinforcement shan be provided over the full height of a column which has significant variation in stiffness along its height. This variation in stiffness may result

8

FIG. 8 CALCUUTION OF DESIGN SHEll FOIlCE POll CoLUMN

.... :z w :J: UI U 0.:: o u.. ~ W 0::

C) Z Z u..­Z • 0"': U ....

..Jet: <LU va.. "'tn ~<

t1t""-"---_-+_ JOINT REINFORCEMENT AS PER 8.1

CONFINED JOINT WITH BEAMS FRAMING INTO

All FOUR SIDES

.&...L--'I-"I...&... CONFINING RE INFORCENENT

AS PER 6'2

FIG. 9 COLUMN AND JOINT DBTAJUNG

'SPECIAl CONFINING REINFORCEMENT

FlO. 10 PaovISioN OP SPECIAL CONFINING RmNFORCBMBNT IN FOOTINGS

9

IS 13910 : 1993

IS 13920 :,1993

DEVELOPMENT LENGTH OF lONGITUDINAL

t-+-+--t--t-................ S_H ..... E_AR WAlll

BAR~

FlO. 11 SPECIAL CONFINING REINfORCEMENT REQUIREMENT FOR COLUMNS UNDER

DISCONTINUED WALLS

due to the presence of bracing, a mezzanine floor or a R.C.C. waH on either side of the column that extends only over a part of the column height ( see Fig. 12 ).

7.4.6 The spacing of hoops used as special confining reinforcement shall not exceed 1/4 of minimum member dimension but need not be less than 75 mm nor more than 100 rom.

7.4.7 The area of cross section, ASh, of the bar forming circular hoops or spiral~ to be used as special confining reinforcement, shall not be less than

where

ASh = 0·09 SDkfc~[A~-l'OJ fy Air;

Ash = area of the bar cross section. S = pitch of spiral or spacing of boops, Dk = diameter of core measured to the

outside of the spiral or hoop, fCk - characteristic compressive strength

of concrete cube, fy - yield stress of steel (of circular

hoop or spiral ), Ag - gross area of the column cross

section, and

7r I At = area of the concrete core = 4 D k

Example,' Consider a column of diameter 300 mm. Let the grade of concrete be M 20, and that of steel Fe 415, for longitudinal and confining reinforcement. The spacing of circu­lar hoops, S, shall not exceed the smaller of ( a ) ] /4 of minimum member dimension -= 1/4 x 300 = 75 mm, and ( b ) 100 mm. There­fore, S = 75 mm. Assuming 40 mm clear cover to th~ longi tudinal reinforcement and circular hoops of diameter 8 mm, Dk = 300 - 2 X 40 +

. 2 X 8 = 236 mm. Thus, the area of cross section of the bar forming circular hoop works out to be 47'28 mml, This is less than the cross sectional area of 8 mm bar ( 50'27 mm2 ). Thus, circular hoops of diameter 8 mm at a spacing of 75 mm centre to centre will be adequate.

7.4.8 The area of cross section, Ash, of the bar forming rectangular hoop, to be used as special confining reinforcement shall not be less than

A.h = 0'18 Sh 7vk[~: -1'0 J where

10

h = longer dimension of the rectangular confining hoop measured to its outer

IS t3920 : 1993

SPACE FOR VENTILATORS

UNSUPPORTED LENGTH OF COLUMN

INFllLED PANEl/R C WAll

MEZZ ANINE

CD FLOOR OR ® LOFT l

~ D ~

(1), 2). (3) and (4) relatively stiff columns -' They attract parge seismic shear force.

FIG. 12 COLUMNS WITH VARYING STIFFNESS

face. It shall not exceed 300 mm ( see Fig. 7 ), and

Ak = area 'of confined concrete core in the rectangular hoop measured to its out­side dimensions.

NOTE: The dimension 'ht or the hoop could be reduced by introducing crossties. as shown in Fig. 7B. In this case, Air; shall be measured as the overall core area; regardless of the hoop arrangement. The hooks of crossties shall engage peripheral longitu­dinal bars.

Example: Consider a column of 650 rom x 500 mm. Let the grade of concrete. be M20 and that of steel Fe 415,. for the longitudinal and confining reinforcement. Assuming clear cover of 40 mm to the longitudinal reinforce­ment and rectangular hoops of diameter 10 mm. the size of the core is 590 mm X 440 mm. As both these dimensions are greater than 300 mm,

11

either a pair of overlapping hoops or a single hoop with crossties, in both directions, will have to be provided. Thus, the dimension 'h', will be the larger of (i) 590/2 = 2'S mm, and (u) 440/2 = 220 mm. The spacing of hoops, $, shan not exceed the smaner of (a) 1/4 of mini­mum member dimensions = I{4 x 500 = 125 mm, and (b) 100 mm. Thus) S = 100 mm. The area of cross section of the bar forming rect­angular hoop works out to be 64'47 mml.· This is less than the area of cross section of 10 rom bar ( 78· 54 mml). Thus, 10 mm diameter rect­angular hoops at 100 mm cjc will be adequate. Similar calculations indicate that, as an alter­native, one could also provide 8 mm diameter rectatlgular hoops at 70 mm c/c. 8 JOINTS OF FRAMES 8.1 The special confining reinforcement as required at the end of column shall be provided

IS 13920 : 1993

through the joint as well, unless the joint is confined as specified by 8.2.

8.2 A joint which has beams framing into all vertical faces of it and where each beam width is at least 3/4 of the column width, maybe provided with half the special confining reinfor­cement required at the end of the column. The spacing of hoops shall not exceed 150 mm.

9 SHEAR WALLS

9.1 General Requiremeo ts 9.1.1 The requirements of this section apply to the shear walls, which are part of the lateral force resisting system of the structure.

9.1.2 The thickness' of any part of the waH shaH preferably, not be less than 150 mm.

9.1.3 The effective flange width, to be used in the design of flanged wal1 sections, shall be assumed to extend beyond the face of the web for a distance which shall be the smaller of (a) half the distance to an adjacent shear wall web, and (b) 1/10 th of the total wall height.

9.1.4 Shear walls shall be pr'ovided with reinfor­cement in the longitudinal and transverse

,directions in the plane of the wall. The minimum reinforcement ratio shall be 0·002 5 of the gross area in each direction. This reinforcement shall be distributed uniformly across the cross section of the wall.

9.1.5 If the factored shear stress in the wall exceeds 0'25 v/ fCk or if the walJ thickness exceeds 200 mm, reinforcement shall be provided in two curtains, each having bars running in the longitudinal and transverse directions in the plane of the wall.

9 1.6 The diameter of the bars to be used in any part of the wall shall not exceed 1/10th of the thickness of that part.

. 9.1.7 The maximum spacing of reinforcement in either direction shall not exceed the smaller of 1,,/5, 3 tw, and 450 mm; where I" is the horizon­tal length of the wall, and tw is the thickness of the wall web.

9.2 Shear Strength 9.2.1 The nominal shear stress, 1"', shall be

. calculated as:

where Vu = factored shear force, tw = thickness of the web, and d" = effective depth of wall section. This

may by taken as 0·8 I. for rectangular sections.

9.2.2 The design shear strength of concrete, 't"c, shall be calculated as per Table 13 of IS 456 : 1978.

9.2.3 The nominal shear stress in the wall, 't'v, shall not exceed, 't'c; max, as per Table 14 of IS 456 : 1978.

9.2.4 When 1'v is less than 1'c shear reinforce­ment shall be provided in a.r;cordance with 9.1.4 9.1.5 and 9.1.7.

9.2.5 When Tv is greater than 1'c, the area of horiz::mtal shear reinforcement, Ab , to be provided within a vertical spacing, Sv, is given by

u _ o· 87 fy A b dw YUB - Sv

where Vus = ( Vu - 't'c tw d w ), is the spear force to be resisted by the horizontal reinforcement. However, the amount of horizontal reinforce­ment provided shall not be less than the mini­mum, as per 9.1.4.

9.2.6 The' vertical reinforcement, that is uniformly distributed ill the wall, sha1l not be less than the horizontal reinforcement calcul­ated as per 9~2.5.

9.3 Flexural Strength

9.3.1 The moment of resistance, Muv, of the wall section may be calculated as for column~ subjected to combined bending and axial load as per IS 456 : 1978. The moment of resistance of slender .rectangular shear wall section with uniformly distributed vertical reinforcement is given in Annex A.

9.3.2 The cracked flexural strength of the wall section should be greater than its uncracked flexural strength.

9.3.3 In walls that do not have boundary elements, vertical reieforcement shall be con .. centrated at the ends of the wall. Each con­centration shall consist of a minimum of 4 bars of 12 mm diameter arranged in at least 2 layers.

9.4 'Boundary Elements

Boundary elements are portions along the wall edges that are strengthened by longitudinal and transverse reinforcement.' Though they may have the same thickness as that of the wall web it is advantageous to provide them with greater thickness.

9.4.1 Wbere the extreme fibre compressive stress in the wall due to factored gravity loads plus

. factored earthquake force exceeds Q'2/ck,

boundaty elements shall be provided along the vertical boundaries of walls. The boundary

12

'elements may be discontinued where the calcu­lated compressive stress becomes less than 0·15fck. The compressive stress shall be (;alculated using a linearly elastic model and gross section properties.

9.4.2 A boundary element shall have adequate ax.ial load carrying capacity. assuming 5hort column action, so as to enable it to carry an axial compression equal to the sum of factored gravity load on it and the additional compres­sive load induced by the seismic force. The latter may be calculated as:

where

Mu - Muv

Cw

A-fu = factored design moment on the entire wall section,

M av = moment of resistance proyided by distributtd vertical reinforcement across the wall section, and

e", :.= center to center dist&nce bltween the boundary elements along the two vertical edges of the wall.

9.4.3 If the gravity load adds to the strength of the wall, its load factor shall be taken as 0·8.

9.4.4 The percentage of verti~al reinforcement in the boundary elements shall not be less than 0·8 percent, nor greater than 6 percent. In order to avoid congestion, the practical upper limit would be 4 percent.

9.4.5 Boundary elements, where required, as per 9.4.1, shall be provided throughout their height, with special confining reinfofl.'ement, as per 7.4.

9.4.6 Boundary elements need not be provided, if the entire wall section is provided with special confining reinforcement, as per 7.4.

9.5 Couple. Shear Walls

9.5.1 Coupled shear walls shall be connected by ductile coupling beams. If the earthquake induced shear stress in the coupling beam exceeds

0'11s ~f-;;;-D

where Is is the clear span of the coupling beam and D is its overall depth, the entire earthquake induced shear and flexure shall, prei'erably, be resisted by dIagonal reinforcement.

9.5.2 The area of reinforcement to be provided along each diagonal in a diagonally reinforced coupling beam shall be.

A •• :::a 1'74/y sin ex.

IS 13920 : 1993

where Vu is the factored shear force, and Cl is the angle made by the diagonal reinforcement with the horizontal. At least 4 bars of 8 mm diameter shall be provided along each diagonal. The reinforcement along each diagonal shall be enclosed by special confining· reinforcement, as per 7.4. The pitch of spiral or spacing of ties. shall not exceed 100 mm.

9.S.3 The diagonal or horizontal bars of a coupling beam shall be anchored in the adjacent. walls with an a nchorage length of 1·5 times the development length in tension.

9.6 Openings in Walls

9.6.1 The shear strength of a wa.ll with openings should be checked along crilical planes that pass through opening~.

9.6.2 Reinforcement shall be provided along the edges of c penings in walls. The area of the vertical and horizontal bars should be such as to equal that of the respective interrupted bars. The vertical hars should extend for the full storey height. The horizontal bars ~hould be provided with development length' in tensIOn beyond the sides of the opening.

9.7 Discontinuous Walls

Columns supporting discontinuous walls shall be provided with speciaJ confining reinforcement, as per 7.4.4.

9.8 Construction Joints

The vertical reinforcement ratio across a hori­zontal construction joint shall not be less than:

~:2 (TV- ~: ) where Tv is the factored shear stress at the joint, Pu i~ the factored axial force (positive for compresiion), and Ag is the g'ross cross sectional area of the joint.

9.9 Development, Splice anal Anchorage Requirement

9.9.1 Horiz:ontal reinforcement shall be ancho­red near the edge! of the wall or in the confined core of the boundary elements.

9.9.2 Splicing of vertical flexural reinforcement should be avoided, as far as possible, in regions where yielding may take place. This Eonc of flexural yielding may be coniiidered to extend for a distance of lw above the base of the wall or one sixth of the wall height,. whichever is more. However, this distance need not be greater than 2 /". Not more than one third of this vertical reinforcement shall be spliced at such a section. Splices in adjacent bars should be sta&gered by a minimum of 600 mm.

13

JS 13920 ! 1993

9.9.3 Lateral ties shall be provided around lapped spliced bars that are larger than 16 rom in diameter. The diameter of the tie shaH not be less than One fourth that of the spliced bar nor less than 6 mm. The spacing of ties shall not exceed 150 mm center to center.

9.9.4 Welded splices and mechanical eonnec .. tions shall confirm to 25.2.5.1 of IS 456 : 1978. Howev~r, not more than half the reinforcement shall be spliced at a section, where flexural yielding may take place.

ANNEX A

( Clause 9.3.1 )

MOMENT OF RESISTANCE OF RECTANGULAR SHEAR WALL SECTION

A .. I The moment of resistance of a slender rectangular shear wall section with unjform1y distributed vertical reinforcement may be estimated as foHows:

(a) For xu/Iv; < x~ II",

Muv ~ [ ( 1 + ! ) ( ; - 0-416 ~;l- u; r ( 0'168 + ~) J Xli (. ,f, +:\ ) X; ( 0-003 5 ) I;:. 2 I~ + 0·36 ; r;;=. 0'003 5 ,. 0-87 I'll £8 ;

1> = (~?_fxL); A = ( Pu ); let /ck tw Iw

p = vertical reinforcement ratio = Ast/C tw Iw ), A~t = area of uniformly distributed vertical reinforcemen t. ~ = 0'87 /'1/( 0·003 5 E8 ), E~ = elastic modulus of steel, and Pu == axial compression on wall.

(b) For x: /lw < xu/lw < 1-0,

M uv ( xu) ( Xu) I ,\ Irk tw I~w (Xl J; - 0(.2 I"" - 1X3 - -2

where

'" = [ 0-36 + .p ( 1 - ~ - n-) J IX - f 0·15 + ~ ( 1 - ~ - ~ - _1 -) J. and 1X3 = -1... ( 1. - 3 )

S - L. 2 2 3 !) t 6 ~ (xu/I",)

The value of xu/lw to be used in this equation, should be calculated from the qu:tdratic eq:uation.

(Xu ). ( Xu ) ctl J;; +(l;, T;, - IXs = 0,

where

'" = ( : - A ); and ". = U6~ ). These equations were derived, assuming a rectangular waH section of depth [wand thickness tw that is subjected to combined uni-axial bending and axial compression. The vertical reinforce .. ment is. represented by an equivalent steel plate along the length of the section. The stress· $train curve assumed for concrete is as per IS 456 : 1978 whereas that for steells assumed to be bi~linear. Two equations are given for calculating the flexural strength of' th.e section~ Their use depends on whether the section fails in flexural tension or in flexural compression.

14

IS 13920 : 1993

ANNEX B

( Foreword)

Chairman DR A. S. AaYA

COMMITTEE COMPOSITION

Earthquake Engineering Sectional Committee, CED 39

Representing

MemberJ

SHiU O. P. AGGARWAL SHRI O. SHARAN ( Alternate)

DR. K. G. BHATIA DR C. KAMESHWARA RAO ( Alternate) SHRI A. K. SINGH ( Alternate)

SHRI S. C. BHATIA DR B. K. RASTOGI ( Alternate)

DR A. R. CHANDRASEICARAN

DR BRIlESH CHANDRA ( Alternate) DR B. V. K· LAVANIA ( Alternate)

DR S. N. CHATTERJE£· SHRI S. K. NAG ( Alternate)

SHRI K. '1'. CHAUBAL DR B. K. PAUL (Alternate)

DR A. V. CHUMMAR

72/6 Civil Line, Roorkee

Indian'Roads Congress, New Delhi

Bharat Heavy Electrical! Ltd, New Delhi

National GeophysicaJ Research Institute ( CSIR), Hyderabad

Department cf Earthquake Engineering, University of Roorkee. Roorkee

Indian Meterologica) Department. New Delhi

North Eastern Council. ShilIong

Indian Society of Earthquake Technology. Roorkee DR S. K. KAUSHIIC ( Alternate)

DIRECTOR EMBANIC~ENT ( N & W ) Central Water Commission ( ERDD ), New Delhi DIRECTOR CMDD (NW & S ) ( Alternate)

DIRECTOR STANDARDS (B & S), 'ROSO Railway Board. Ministry of Railways JOINT DIRECTOR STANDARDS ( B & S)

CB-I. RDSO, LUCKNOW ( Alternate) KUMAR I E. DIVATIA

SHRI C. R. VENKATFSHA (Alternate) SHR] I. D. GUPTA

National Hydro-Electric Power Corporation Ltd, New Delhi

Central Water & Power Research Station, Pune SHRJ J. G. PADALB ( Alternate)

SHRt V. K. KULKARNI Department of Atomic Energy, Bombay SHR) P. C. KOTESWARA RAO ( Alternate)

SHRt V. KUMAR . National Thermal Power Corporation Ltd, New DeJhi SHRJ R. S. BMA) (Alternate )

SmH M. Z. KURIEN SARI K. V. SUBRAMANIAN (Alternate)

SaRI A. K. LAL SHRI T. R. BHATIA ( Alternate)

SHRr S. K. MITTAL SHar S. S. NARANO SHRt A. D. NARIAN

SHRI O. P. AGGARWAL ( Alternate) SHRI P. L. NARULA

SHRI A. K. SRIVASTAVA ( Alternate) RESEARCH OfFlCFR DR D. SENGUPTA

SHRI R. K. GROVER (Alternate) DR R. D. SHARMA

SHRI U. S. P. VERMA ( Alternate)

Tata Consulting Engineers. Bombay

National Buildings Organization, N~w Delhi

Central Building Research Institute, Roorkee Central Water Commission (CMDD), New Delhi Ministry of Transport, Department of Surface Transport

( Roads Wing). New Delhi

Geological Survey of India, Calcutta

Irrigation Department, Govt of Maharashtra, Nasik Engine-ers India Ltd, New Delhi

Nuclear Power Corporation, Bombay

COL R. K. SINGH Engineer-in.Chief's Branch, Army Headquarters, New Delhi LT,COL B. D. BHATTOPADHYAYA ( Alternate)

DR P. SR1NIVASULU Structural Engineering Research Centre ( CSIR ), Madras DR N. LAKSHMANAN ( Alternate)

SUPERINTENDING ENGINiER (D) Central Public Works Department, New Delhi EXECUTIVE ENGINEER (D) II ( Alternate)

DR A. N. TANDON

SHRIJ. VBNKATARAMAN, Director ( Civ Engg )

In personal capacity (B-7/50 Safdarjung Dev~/opment New Delhi)

Director General, BIS ( Ex-officio Member)

Secretary SURI S. S. SETHI

Director ( Civ Eng& ), BIS

Arta,

( Continued on pag8 16 )

15

IS IJY10 : 1993

( Continued from pa,~ IS)

Earthquake Resistant Construction Subcommittee, CED 39 : 1 Convener

Dil A. S. ARYA

Memb~rg

SHRI N. K. BHATTACHARYA

SHIH B. K CHAKRABORTY SHRI D. P. SINGH ( A.lternate )

SHRI D. N. GHOSAL DR SUDHIR K. JAIN

DR A. S. R. SId ( Alternate)

SHRI M. P. lAISINGH

JOINT DlRECTOR STANDARDS (B 8£ S) CD.I ASSISTANT DIRECTOR ( B & S ) CD.I

( Alternate) , SHRI V. KAPUR

SHIn V. K. KAPOOR ( Alurnate )

SHRI M. KUNOU

SHRI A. K. LAL SHRI T. R. BHATiA ( Alternate)

DIt B. C. MATHUR

DR ( SHRIMATI ) P. R. Bos, ( Alternate ) SRRrG. M. SHOUNTHU

DR P. SRINIVASULU , DR N. LAJC$HMANAN ( Altf?rnate )

Representing

( 72/6 Civil Lines, Roorkce)

Engineer-in-Chief's Branch, New Delhi Housing and Urban Development Corporation, New Dcl'ti

North Eastern Council, SbilJons Indian Institute of Technology. KanpUf

Central Buildings Research Institute, Roorkee Railway Board ( Ministry of Railways)

Public Works Department, Government of HImachal Pradesh, Simla

Hindustan Prdab Limited, New Delhi National Buildings Organization, New Delhi

University of Roo.rkee, Department of Earthquake Ensineerina. Roorkee

Public Works Department, Jammu & Kashmir Structural En~ineerinl Research Centre ( CSIR ). Madras

SH~I SUBRATA CHAJCRAVARTY Public Works Department, Government of Assam, Oaubati SUPERINTENDING ENGINEER (DalGN ) PubJina Works Department. Government of Oujrat SUPfRINTBNDINO SUR.VEYOR OF WORKS (NDZ) Central Public Works Department, New Delhi

SUPERINTENDING ENGINEER (D) (Alternate)

16

Uureau of Indian Standards

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Amendments are issued to standards as the need arises on the basis of comments. StandardS are also reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards should ascertain that they arc in possession of the latest amendments or edition by referring to the latest issue of 'BIS Handbook' and 'Standards Monthly Additions'.

This Indian Standard has been developed from Doc: No. CED 39 ( 5263 )

Amendments Issued Since Puhlication

Amend No. Date of Issue

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Text Affected

Telegrams: Manaksanstha (Common to all offices)

Telephone

{3237617 3233841

{ 337 ~4 99,3378561 337 86 26, 33791 20

{- 603843

602025

{ 235 02 16,2350442 235 15 19,235 23 15

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Printed at Dee Kay Printers. New Delhi-ll 00 lS. India.

AMENDMENT NO.. 1 NOVEMBER 1995 TO

IS 13920: 1993 DUCTILE DETAILING OF REINFORCED CONCRETE STRUCTURES SUBJECTED

TO SEISMIC FORCES - CODE OF PR_ACTICE [ Page 3, clause 6.2.1(b) ] - Substitute the following for the existing

fonnu1a:

'p min = O.24vfck/fy

(CED 39) Printed at Dee Kay Printers, New Delhi, India